CN117633998A - Method for realizing numerical test simulation of tunnel supporting system - Google Patents
Method for realizing numerical test simulation of tunnel supporting system Download PDFInfo
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- CN117633998A CN117633998A CN202311717365.1A CN202311717365A CN117633998A CN 117633998 A CN117633998 A CN 117633998A CN 202311717365 A CN202311717365 A CN 202311717365A CN 117633998 A CN117633998 A CN 117633998A
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- 238000000034 method Methods 0.000 title claims abstract description 54
- 238000004088 simulation Methods 0.000 title claims abstract description 20
- 239000002689 soil Substances 0.000 claims abstract description 28
- 230000003068 static effect Effects 0.000 claims abstract description 22
- 239000011435 rock Substances 0.000 claims abstract description 21
- 238000009412 basement excavation Methods 0.000 claims abstract description 18
- 230000008878 coupling Effects 0.000 claims abstract description 16
- 238000010168 coupling process Methods 0.000 claims abstract description 16
- 238000005859 coupling reaction Methods 0.000 claims abstract description 16
- 238000004422 calculation algorithm Methods 0.000 claims abstract description 14
- 238000004364 calculation method Methods 0.000 claims abstract description 11
- 238000010276 construction Methods 0.000 claims abstract description 9
- 238000006073 displacement reaction Methods 0.000 claims description 9
- 239000011378 shotcrete Substances 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 3
- 230000009471 action Effects 0.000 abstract description 4
- 230000006378 damage Effects 0.000 abstract description 4
- 230000008569 process Effects 0.000 abstract description 4
- 230000009467 reduction Effects 0.000 abstract description 4
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 239000004567 concrete Substances 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
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Abstract
The invention discloses a method for realizing numerical test simulation of a tunnel supporting system, which belongs to the technical field of tunnel construction and comprises the following steps: s1, establishing a FLAC3D finite difference model constructed by a full-section tunnel excavation method; s2, compiling a coupling algorithm of dynamic mechanical parameters and static mechanical parameters of the tunnel continuous medium based on a Lagrange finite fast difference method; s3, invoking a coupling algorithm of dynamic mechanical parameters and static mechanical parameters of a continuous medium of the tunnel based on the Lagrange finite fast difference method to perform numerical calculation of tunnel construction; s4, analyzing the calculation result. The method for realizing the numerical test simulation of the tunnel supporting system effectively simulates the dynamic process of tunnel excavation, supporting and overload damage under the combined action of the supporting system and surrounding rock, avoids the step of complex strength reduction of a rock-soil body in the numerical simulation of the high-ground-stress soft rock tunnel supporting system, and solves the geometrical nonlinearity problem that a finite element method and a boundary element method cannot simulate the large deformation of a high-ground-stress tunnel.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a method for realizing numerical test simulation of a tunnel supporting system.
Background
The railway in the western region is mostly deeply buried in mountain, and the serious tunnel large deformation problem caused by the deep buried high ground stress is one of the hot spot problems of the current tunnel research, and the influence rule of the stress on the surrounding rock strength and deformation is required to be definitely studied to explore the instability mechanism of the supporting structure. The numerical test simulation of the tunnel supporting system is an economic, convenient and efficient research mode, but the finite element method and the boundary element method cannot simulate the geometric nonlinearity problem of large deformation of the high-ground-stress tunnel, and how to effectively simulate the stress characteristics of the high-ground-stress tunnel supporting system becomes a problem to be solved.
Disclosure of Invention
The invention aims to provide a method for realizing numerical test simulation of a tunnel supporting system, which can effectively simulate the dynamic process of tunnel excavation, supporting and overload damage under the combined action of the supporting system and surrounding rock, avoid the step of complex strength reduction of a rock-soil body in numerical simulation of the high-ground-stress soft rock tunnel supporting system and solve the problem that a finite element method and a boundary element method cannot simulate the geometric nonlinearity of high-ground-stress tunnel large deformation.
In order to achieve the above purpose, the invention provides a method for realizing numerical test simulation of a tunnel support system, which comprises the following steps:
s1, establishing a FLAC3D finite difference model constructed by a full-section tunnel excavation method;
s2, compiling a coupling algorithm of dynamic mechanical parameters and static mechanical parameters of the tunnel continuous medium based on a Lagrange finite fast difference method;
s3, invoking a coupling algorithm of dynamic mechanical parameters and static mechanical parameters of a continuous medium of the tunnel based on the Lagrange finite fast difference method to perform numerical calculation of tunnel construction;
s4, analyzing the calculation result.
Preferably, in S1, the FLAC3D finite difference model includes generating a grid cell, setting a boundary condition, defining a material property, setting an initial condition, initializing stress balance, and resetting displacement.
Preferably, in the step S1, the specific steps of establishing the FLAC3D finite difference model are as follows:
s11, building a three-dimensional geometric model of a rock-soil body and a tunnel;
s12, endowing the rock-soil body with corresponding attributes of the tunnel;
s13, applying initial ground stress to the model;
s14, setting constitutive relations of the model;
s15, the top of the model is a free boundary condition, and the rest boundaries restrict normal displacement;
s16, carrying out initial stress balance solving on the model by adopting a manual setting method;
s17, resetting the model displacement;
s18, defining a near-zone surrounding rock loosening range according to the requirement.
Preferably, in the step S2, a command of a relation between a mechanical parameter and a surrounding rock pressure in a FLAC3D finite difference model is written by using FISH language, after a tunnel is excavated to a designated depth according to a predetermined excavation step, the stress of a rock-soil body endowed with a dynamic mechanical parameter at the moment is obtained, the obtained stress is substituted into a designed rock mechanical parameter expression to obtain an elastic modulus, poisson ratio, instantaneous cohesive force and instantaneous internal friction angle of a near-zone surrounding rock at the moment, the obtained elastic modulus, poisson ratio, instantaneous cohesive force and instantaneous internal friction angle are endowed to the rock-soil body in a loosening range at the moment, and the mechanical parameters of the rock-soil body endowed with a static mechanical parameter at other positions are kept unchanged, so that the coupling purpose of the dynamic mechanical parameter and the static mechanical parameter of a continuous medium is achieved.
Preferably, in the step S3, numerical calculations of rock-soil body excavation, shi Zuogang arch centering, construction anchor rod and sprayed concrete are performed based on a coupling algorithm of dynamic mechanical parameters and static mechanical parameters of the continuous medium of the tunnel by the limited rapid difference method of lagrangian.
Therefore, the invention provides a method for realizing the numerical test simulation of a tunnel support system, which provides a coupling algorithm of dynamic mechanical parameters and static mechanical parameters of a tunnel continuous medium based on a Lagrange finite rapid difference method, mainly comprises 2 parts of the coupling algorithm of the dynamic mechanical parameters and the static mechanical parameters of the tunnel continuous medium based on the Lagrange finite rapid difference method, which are established by a FALC3D numerical model, can effectively simulate the dynamic processes of tunnel excavation, support and overload destruction under the combined action of the support system and surrounding rock, avoids the step of complex strength reduction of a rock-soil body in the numerical simulation of the high-ground stress soft rock tunnel support system, and solves the geometrical nonlinearity problem that a finite element method and a boundary element method cannot simulate the large deformation of the high-ground stress tunnel.
The technical scheme of the invention is further described in detail through the drawings and the embodiments.
Drawings
FIG. 1 is a flow chart of a method for simulating the numerical value of combined support construction of a high-ground-stress tunnel based on a Lagrange finite fast difference method in an embodiment of the invention;
FIG. 2 is a coupled cloud chart of dynamic mechanical parameters and static mechanical parameters of a continuous medium of a tunnel based on a Lagrange finite fast difference method according to an embodiment of the invention;
FIG. 3 is a schematic diagram of a model before excavation according to an embodiment of the present invention;
FIG. 4 is a schematic diagram of an excavation completion model in accordance with an embodiment of the present invention;
reference numerals:
1. a rock-soil body endowed with static mechanical parameters; 2. a rock-soil body 3 endowed with dynamic mechanical parameters and a rock-soil body to be excavated; 4. a steel arch; 5. anchor rod, 6, spray concrete.
Detailed Description
The technical scheme of the invention is further described below through the attached drawings and the embodiments.
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention.
Examples
As shown in fig. 1 to 2, the invention provides a method for realizing numerical test simulation of a tunnel support system, which comprises the following steps:
s1, establishing a FLAC3D finite difference model constructed by a full-section tunnel excavation method, wherein the FLAC3D finite difference model comprises the following specific steps of generating grid units, setting boundary conditions, defining material properties, setting initial conditions, initial stress balance and displacement zero clearing:
s11, building a three-dimensional geometric model of a rock-soil body and a tunnel;
s12, endowing the rock-soil body with corresponding attributes of the tunnel;
s13, applying initial ground stress to the model;
s14, setting constitutive relations of the model;
s15, the top of the model is a free boundary condition, and the rest boundaries restrict normal displacement;
s16, carrying out initial stress balance solving on the model by adopting a manual setting method;
s17, resetting the model displacement;
s18, defining a near-zone surrounding rock loosening range according to the requirement.
S2, compiling a coupling algorithm of dynamic mechanical parameters and static mechanical parameters of the tunnel continuous medium based on a Lagrange finite fast difference method; the method specifically comprises the following steps:
the method comprises the steps of compiling a command of a relation between a mechanical parameter and surrounding rock pressure in a FLAC3D finite difference model by using a FISH language, acquiring stress of a rock-soil body endowed with a dynamic mechanical parameter at the moment after a tunnel is excavated to a designated depth according to a preset excavation step, substituting the acquired stress into a designed rock mechanical parameter expression to obtain the elastic modulus, poisson ratio, instantaneous cohesive force and instantaneous internal friction angle of the near-area surrounding rock at the moment, endowing the rock-soil body in a loosening range with the elastic modulus, poisson ratio, instantaneous cohesive force and instantaneous internal friction angle obtained at the moment, and keeping the mechanical parameters of the rock-soil body endowed with a static mechanical parameter at other positions unchanged, thereby achieving the aim of coupling of the dynamic mechanical parameter of a continuous medium and the static mechanical parameter.
And S3, calling a coupling algorithm of dynamic mechanical parameters and static mechanical parameters of the tunnel continuous medium based on the Lagrange finite rapid difference method to perform numerical calculation of rock-soil mass excavation, shi Zuogang arch frames 4, construction anchor rods 5 and sprayed concrete 6.
S4, analyzing the calculation result.
Taking a three-center circular tunnel as an example, a finite difference model, such as a pre-excavation model in fig. 3, such as a post-excavation model in fig. 4, is firstly established, and comprises a rock-soil body 1 endowed with static mechanical parameters, a rock-soil body 2 endowed with dynamic mechanical parameters, a rock-soil body 3 to be excavated, a steel arch 4, an anchor rod 5 and sprayed concrete 6; then, a coupling algorithm of dynamic mechanical parameters and static mechanical parameters of the tunnel continuous medium based on a Lagrange finite rapid difference method is written, and the explanation algorithm is implemented as follows by taking elastic modulus as an example:
wherein, a model is created or restored first, and all regions are initialized. songdong is an area where dynamic mechanical parameters are required. Ae and Be are global parameters which need to Be defined in a formula, an elastic model capable of changing mechanical parameters is defined, circulation is set for traversing the region list, weiya is confining pressure obtained through calculation; substituting the calculated confining pressure into a set formula to obtain the elastic modulus at the moment, and finally assigning the elastic modulus at the moment to a region needing to adopt dynamic mechanical parameters to finish the coupling of the dynamic mechanical parameters and the static mechanical parameters.
Therefore, the method for realizing the numerical test simulation of the tunnel supporting system can effectively simulate the dynamic process of tunnel excavation, supporting and overload damage under the combined action of the supporting system and surrounding rock, avoids the step of complex strength reduction of a rock-soil body in the numerical simulation of the high-ground-stress soft rock tunnel supporting system, and solves the problem that a finite element method and a boundary element method cannot simulate the geometric nonlinearity of the high-ground-stress tunnel with large deformation.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention and not for limiting it, and although the present invention has been described in detail with reference to the preferred embodiments, it will be understood by those skilled in the art that: the technical scheme of the invention can be modified or replaced by the same, and the modified technical scheme cannot deviate from the spirit and scope of the technical scheme of the invention.
Claims (5)
1. The method for realizing the numerical test simulation of the tunnel supporting system is characterized by comprising the following steps of:
s1, establishing a FLAC3D finite difference model constructed by a full-section tunnel excavation method;
s2, compiling a coupling algorithm of dynamic mechanical parameters and static mechanical parameters of the tunnel continuous medium based on a Lagrange finite fast difference method;
s3, invoking a coupling algorithm of dynamic mechanical parameters and static mechanical parameters of a continuous medium of the tunnel based on the Lagrange finite fast difference method to perform numerical calculation of tunnel construction;
s4, analyzing the calculation result.
2. The method for realizing the numerical test simulation of the tunnel supporting system according to claim 1 is characterized in that: in the step S1, the FLAC3D finite difference model comprises the steps of generating grid cells, setting boundary conditions, defining material properties, setting initial conditions, initial stress balance and displacement zero clearing.
3. The method for realizing the numerical test simulation of the tunnel support system according to claim 2, wherein the specific steps of establishing the FLAC3D finite difference model in S1 are as follows:
s11, building a three-dimensional geometric model of a rock-soil body and a tunnel;
s12, endowing the rock-soil body with corresponding attributes of the tunnel;
s13, applying initial ground stress to the model;
s14, setting constitutive relations of the model;
s15, the top of the model is a free boundary condition, and the rest boundaries restrict normal displacement;
s16, carrying out initial stress balance solving on the model by adopting a manual setting method;
s17, resetting the model displacement;
s18, defining a near-zone surrounding rock loosening range according to the requirement.
4. A method for implementing numerical test simulation of a tunnel supporting system according to claim 3, which is characterized in that: in the step S2, a command of the relation between the mechanical parameters and the surrounding rock pressure in the FLAC3D finite difference model is written by using a FISH language, after a tunnel is excavated to a designated depth according to a preset excavation step, the stress of a rock-soil body which is endowed with the dynamic mechanical parameters at the moment is obtained, the obtained stress is substituted into a designed rock mechanical parameter expression, the elastic modulus, the Poisson ratio, the instantaneous cohesive force and the instantaneous internal friction angle of the near-zone surrounding rock at the moment are obtained, the obtained elastic modulus, the Poisson ratio, the instantaneous cohesive force and the instantaneous internal friction angle are endowed to the rock-soil body in a loosening range at the moment, and the mechanical parameters of the other rock-soil bodies which are endowed with the static mechanical parameters are kept unchanged.
5. The method for realizing the numerical test simulation of the tunnel supporting system according to claim 4 is characterized in that: in the step S3, numerical calculation of rock-soil body excavation, shi Zuogang arch centering, construction anchor rods and sprayed concrete is carried out on the basis of a coupling algorithm of dynamic mechanical parameters and static mechanical parameters of a continuous medium of a tunnel based on a Lagrange finite rapid difference method.
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| CN105550441A (en) * | 2015-12-12 | 2016-05-04 | 山东科技大学 | Engineering rock mass fracture degradation numerical simulation method based on continuous medium |
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| CN114722681A (en) * | 2022-04-28 | 2022-07-08 | 江苏南京地质工程勘察院 | Simulation prediction method for ground settlement caused by shield construction |
| CN114969884A (en) * | 2022-03-21 | 2022-08-30 | 武汉大学 | Three-dimensional finite difference numerical simulation method for shield tunnel excavation process and surface deformation |
| CN116150843A (en) * | 2023-01-10 | 2023-05-23 | 同济大学 | Design method for active control support of deep buried tunnel by considering rotation of surrounding rock stress main shaft |
| CN117171883A (en) * | 2023-09-05 | 2023-12-05 | 中铁第六勘察设计院集团有限公司 | Method for calculating surrounding rock pressure in loose range of shallow-buried ultra-large-span tunnel |
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2023
- 2023-12-13 CN CN202311717365.1A patent/CN117633998A/en active Pending
Patent Citations (6)
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|---|---|---|---|---|
| CN105550441A (en) * | 2015-12-12 | 2016-05-04 | 山东科技大学 | Engineering rock mass fracture degradation numerical simulation method based on continuous medium |
| CN107038313A (en) * | 2017-04-26 | 2017-08-11 | 东北大学 | Layering crustal stress fine description method based on numerical value core |
| CN114969884A (en) * | 2022-03-21 | 2022-08-30 | 武汉大学 | Three-dimensional finite difference numerical simulation method for shield tunnel excavation process and surface deformation |
| CN114722681A (en) * | 2022-04-28 | 2022-07-08 | 江苏南京地质工程勘察院 | Simulation prediction method for ground settlement caused by shield construction |
| CN116150843A (en) * | 2023-01-10 | 2023-05-23 | 同济大学 | Design method for active control support of deep buried tunnel by considering rotation of surrounding rock stress main shaft |
| CN117171883A (en) * | 2023-09-05 | 2023-12-05 | 中铁第六勘察设计院集团有限公司 | Method for calculating surrounding rock pressure in loose range of shallow-buried ultra-large-span tunnel |
Non-Patent Citations (1)
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| 董宇苍: ""高地应力典型软岩隧道力学特性及设计方法研究"", 《博士电子期刊 工程科技II辑》, vol. 2022, no. 05, 15 May 2022 (2022-05-15), pages 1 - 5 * |
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